CN109594688B - Profile steel truss double-skin wall structure and construction method thereof - Google Patents
Profile steel truss double-skin wall structure and construction method thereof Download PDFInfo
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- CN109594688B CN109594688B CN201910041107.3A CN201910041107A CN109594688B CN 109594688 B CN109594688 B CN 109594688B CN 201910041107 A CN201910041107 A CN 201910041107A CN 109594688 B CN109594688 B CN 109594688B
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 97
- 239000010959 steel Substances 0.000 title claims abstract description 97
- 238000010276 construction Methods 0.000 title claims abstract description 36
- 239000011178 precast concrete Substances 0.000 claims abstract description 103
- 239000004567 concrete Substances 0.000 claims abstract description 62
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 27
- 238000011065 in-situ storage Methods 0.000 claims description 25
- 238000005336 cracking Methods 0.000 claims description 23
- 238000005266 casting Methods 0.000 claims description 8
- 238000004519 manufacturing process Methods 0.000 claims description 8
- 238000000034 method Methods 0.000 abstract description 19
- 238000009415 formwork Methods 0.000 abstract description 12
- 239000007787 solid Substances 0.000 description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 238000012423 maintenance Methods 0.000 description 2
- 230000002411 adverse Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000002349 favourable effect Effects 0.000 description 1
- 238000011900 installation process Methods 0.000 description 1
- 238000000465 moulding Methods 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 238000009417 prefabrication Methods 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
- E04B2/56—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members
- E04B2/58—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members with elongated members of metal
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
- E04B2/56—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members
- E04B2/562—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members with fillings between the load-bearing elongated members
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
- E04B2/56—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members
- E04B2/58—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members with elongated members of metal
- E04B2/60—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members with elongated members of metal characterised by special cross-section of the elongated members
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Conveying And Assembling Of Building Elements In Situ (AREA)
- Panels For Use In Building Construction (AREA)
Abstract
一种型钢桁架双皮墙结构及其施工方法，包括主体结构、双皮墙结构单元和现浇混凝土层；双皮墙结构单元有一组，沿横向拼接连接；现浇混凝土层浇筑在一组双皮墙结构单元中；双皮墙结构单元包括第一预制混凝土板和第二预制混凝土板；第一预制混凝土板与第二预制混凝土板之间、沿横向平行间隔设置有一组型钢桁架；每个型钢桁架沿竖向通长设置，型钢桁架一侧的弦杆浇筑在第一预制混凝土板中，型钢桁架另一侧的弦杆浇筑在第二预制混凝土板中。本发明简化了传统的现浇工艺中支设脚手架和模板工序，节省人工和避免高支模带来的安全隐患，解决了现有钢筋桁架双皮墙厚度小、高度不超过4m以及现有双皮墙结构整体刚度和抗混凝土侧压力能力小的技术问题。
A steel truss double-wall structure and a construction method thereof, comprising a main structure, a double-wall structural unit and a cast-in-place concrete layer; a group of double-wall structural units are spliced and connected in the transverse direction; the cast-in-place concrete layer is cast in a group of double-wall structural units; the double-wall structural unit comprises a first precast concrete slab and a second precast concrete slab; a group of steel trusses are arranged between the first precast concrete slab and the second precast concrete slab and in parallel in the transverse direction; each steel truss is arranged along the vertical full length, the chord on one side of the steel truss is cast in the first precast concrete slab, and the chord on the other side of the steel truss is cast in the second precast concrete slab. The present invention simplifies the process of supporting scaffolding and formwork in the traditional cast-in-place process, saves labor and avoids the safety hazards caused by high formwork, and solves the technical problems of small thickness and height of existing steel truss double-wall, which does not exceed 4m, and low overall stiffness and ability to resist concrete lateral pressure of existing double-wall structures.
Description
Technical Field
The invention relates to the field of building engineering structures, in particular to a profile steel truss double-skin wall structure and a construction method thereof.
Background
Along with the development of the information age, electronic products are increasingly abundant, related industrial plants are continuously emerging, and from the viewpoint of production technology, the industrial plants need a large number of water pools, and the walls of the industrial plants are higher in height and thicker in thickness in view of the functions and structural characteristics of the water pools. According to the traditional cast-in-situ process, templates and supporting systems are required to be erected on two sides of a wall body, then concrete is poured in a space formed by the templates, and after the concrete reaches a certain strength, subsequent work and die removal can be performed. Because the height of the structural wall is relatively high, the construction process can involve the problems of high formwork erection, sectional pouring construction and maintenance. Besides the construction of industrial factory building walls, the underground retaining wall and the underground comprehensive pipe gallery of industrial and civil buildings also have the problems, and the erection and disassembly operations of templates and supports are restricted in space because of the environment surrounded by the foundation at the outer wall of the bottom of the foundation. At present, a construction method of prefabrication assembly can be adopted besides the traditional cast-in-situ process, but under the condition, the problems that the weight of the prefabricated components is overweight, the joints among the components are waterproof and difficult to process and the like are brought. The prior art comprises a solid prefabricated wall, a steel bar truss double-skin wall and a cast-in-situ wall. If the solid prefabricated wall is applied to an industrial factory building or a retaining wall, the defects are quite remarkable, and due to the fact that the density of concrete is high, when the height of the wall body is high and the thickness is thick, the solid prefabricated wall is adopted, the dead weight of the components is too large, so that a plurality of inconveniences are brought to production and construction, and meanwhile, the components are too large in size and too large in weight, so that adverse effects are brought to a transportation process. If the height exceeds 4m, the steel bar truss cage of the double-skin wall is lower in drawknot capacity and resistance, the double-skin wall is easy to damage in the installation process, the concrete pouring speed and the primary pouring height are strictly required, the construction speed is reduced, and the double-skin wall is not suitable for industrial factory building ponds and retaining walls. When the cast-in-situ construction process is adopted, scaffolds and templates are required to be supported on the two sides of the wall body on the construction site. Because of the special functional requirements of the industrial factory building, the height of the wall body can reach more than 10m, and therefore, a high and large template needs to be erected. The construction method has the advantages that a special construction scheme is required to be established for high and large formwork engineering, expert demonstration is carried out, the scheme establishment and approval processes are complicated, supports are required to be established on the back sides of the two side formworks, the operation space of a construction site is greatly compressed due to the existence of the supports, the steel bars and the support formworks are required to be bound on site before cast-in-situ construction, the formworks are required to be dismantled after casting is completed, time and personnel investment are required to be considered in the processes, cost and construction period control are not facilitated, meanwhile, due to the fact that a construction flow section is inevitably required to be arranged for cast-in-situ construction, a wall structure possibly forms a penetrating construction joint, and a split screw exists, the risk of water leakage is increased, the on-site formwork erection is greatly influenced by the technology of operators and the construction environment, the quality of the formwork splicing is not easy to control and the like.
Disclosure of Invention
The invention aims to provide a profile steel truss double-skin wall structure and a construction method thereof, which aim to solve the technical problems that the thickness and the height of the existing steel truss double-skin wall are small and do not exceed 4m, and the overall rigidity and the capability of resisting concrete lateral pressure of the existing double-skin wall structure are small in various construction procedures caused by supporting a scaffold and a template in the traditional cast-in-situ construction process.
In order to achieve the above purpose, the present invention adopts the following technical scheme.
The steel truss double-skin wall structure comprises a main body structure, double-skin wall structure units and cast-in-situ concrete layers, wherein the double-skin wall structure units are formed by a group of double-skin wall structure units which are connected in a transversely spliced mode, the cast-in-situ concrete layers are cast in the group of double-skin wall structure units, the double-skin wall structure units comprise first precast concrete plates and second precast concrete plates, the first precast concrete plates and the second precast concrete plates are arranged at intervals in parallel in the longitudinal direction, a group of steel trusses are arranged between the first precast concrete plates and the second precast concrete plates at intervals in the transverse direction in parallel, each steel truss is arranged along the longitudinal direction, chord members on one side of each steel truss are cast in the first precast concrete plates, chord members on the other side of each steel truss are cast in the second precast concrete plates, and the cast-in-situ concrete layers are cast in gaps between the first precast concrete plates and the second precast concrete plates.
Preferably, the height range of the double-skin wall structure unit is 1 mm-15 m, the width of the double-skin wall structure unit is 1.5 mm-4 m, and the thickness of the double-skin wall structure unit is 300 mm-1500 mm.
Preferably, the top of the second precast concrete board exceeds the top of the first precast concrete board, and the exceeding length is 0-3000 mm.
Preferably, the first precast concrete slab and the second precast concrete slab are internally provided with anti-cracking reinforcing steel meshes and stressed reinforcing steel bars.
Preferably, a first notch is formed in the vertical edge on one side of the first precast concrete board, a first protrusion is formed in the vertical edge on the other side of the first precast concrete board, a second notch is formed in the vertical edge on one side of the second precast concrete board, a second protrusion is formed in the vertical edge on the other side of the second precast concrete board, and adjacent double-skin wall structure units are connected through the notches.
Preferably, the top of the steel truss is flush with the top of the first precast concrete board, and lifting lugs for lifting are arranged on the top of the steel truss.
Preferably, the distance between two adjacent profile steel trusses is 500-3000 mm.
A construction method of a profile steel truss double-skin wall structure comprises the following steps.
Step one, preparing a profile steel truss.
Step two, horizontally paving an anti-cracking reinforcing steel mesh of the precast concrete slab at one side of the steel truss.
And thirdly, placing the upper chord member of the profile steel truss on the anti-cracking reinforcing steel mesh sheet laid in the second step, and connecting the upper chord member with the anti-cracking reinforcing steel mesh sheet.
And fourthly, pouring concrete of the precast concrete slab at the side, and connecting the profile steel truss with the precast concrete slab.
And fifthly, horizontally paving an anti-cracking reinforcing steel mesh of the precast concrete slab at the other side of the steel truss.
And step six, turning the component 180 degrees after the concrete in the step four is cured, molded and demolded.
And step seven, placing the lower chord member of the profile steel truss on the anti-cracking reinforcing steel mesh sheet laid in the step five, and connecting the lower chord member with the anti-cracking reinforcing steel mesh sheet.
And eighth, pouring concrete of the precast concrete slab at the side, and connecting the profile steel truss with the precast concrete slab.
And step eight, curing and forming the concrete, and demolding to finally finish the manufacturing of the double-skin wall structural unit.
And step nine, transporting the double-skin wall structural unit manufactured in the step eight to the site, and hoisting the double-skin wall structural unit in place.
And step ten, temporarily fixing the double-skin wall structure unit and the main structure.
And eleventh, casting concrete in the cavity in the double-skin wall structural unit to form a cast-in-situ concrete layer.
And twelve, connecting the double-skin wall structural unit and the main body structure into a whole after the concrete of the cast-in-situ concrete layer is solidified.
Compared with the prior art, the invention has the following characteristics and beneficial effects.
1. The steel truss double-skin wall structure utilizes the prefabricated concrete plates at two sides to replace the formwork in the cast-in-situ construction process, various construction procedures caused by supporting a scaffold and the formwork are omitted, and the steel truss is used for connecting the prefabricated concrete plates at two sides, so that the dead weight of the prefabricated component is reduced to a great extent, and the overall rigidity of the component and the capability of resisting the lateral pressure of concrete are improved.
2. The steel truss double-skin wall structure is connected with the prefabricated concrete plate by utilizing the steel truss, has high rigidity and high strength, is favorable for increasing the overall size of the double-skin wall structure, can expand the application range of the double-skin wall structure to more than 13m, solves the technical problems that the application range of the conventional steel truss double-skin wall structure is small and the height is generally not more than 4m, and can provide good overall stress performance and waterproof performance through a reasonable node structure.
3. The invention adopts the profile steel truss to connect the precast concrete plates at two sides, so the double-skin wall structure has higher vertical bearing capacity and capability of resisting the side pressure of concrete pouring, the support-free precast beams and precast slabs can be directly put on the wall top, and the wall and slab concrete are poured together during construction, thereby simplifying the construction process, reducing the pouring times of the concrete and improving the construction speed.
4. The invention provides a design scheme of a profile steel truss double-skin wall structure, which is used for solving the problems of on-site scaffold and template erection, omitting a series of construction procedures caused by template erection, solving the problem of member transportation due to light dead weight of the member and solving the problem of quick concrete pouring due to improved lateral pressure resistance.
5. The steel truss double-skin wall structure is suitable for walls, side walls of a pool and retaining walls with heights of more than 1-13 m, and solves the problem of vertical support of prefabricated wall boards due to the stability and vertical bearing capacity improvement of the steel truss double-skin wall structure.
Drawings
The invention is described in further detail below with reference to the accompanying drawings.
Fig. 1 is a schematic perspective view of a double skin wall structure unit according to the present invention.
Fig. 2 is a schematic structural view of the connection between the second precast concrete panel and the steel truss according to the present invention.
Fig. 3 is a schematic structural view showing the connection of the second precast concrete panel and the section steel truss according to the present invention.
Fig. 4 is a schematic side view of a double skin wall construction unit according to the present invention.
Fig. 5 is a schematic diagram of the front structure of the middle-sized steel truss double skin wall structure of the present invention.
Fig. 6 is a schematic plan view of a medium-sized steel truss double skin wall structure according to the present invention.
Reference numerals 1-main structure, 2-double skin wall structure unit, 2.1-first precast concrete slab, 2.1.1-first notch, 2.1.2-first protrusion, 2.2-second precast concrete slab, 2.2.1-second notch, 2.2.2-second protrusion, 2.3-section steel truss, 2.3.1-upper chord, 2.3.2-lower chord, 3-cast-in-place concrete layer, 4-lifting lug, 5-first connecting plate, 6-second connecting plate, 7-ground, 8-third connecting plate.
Detailed Description
As shown in fig. 1-6, the steel truss double-skin wall structure comprises a main body structure 1, double-skin wall structure units 2 and cast-in-situ concrete layers 3, wherein one group of double-skin wall structure units 2 are connected in a transversely spliced mode, the cast-in-situ concrete layers 3 are poured into one group of double-skin wall structure units 2, the double-skin wall structure units 2 comprise first precast concrete plates 2.1 and second precast concrete plates 2.2, the first precast concrete plates 2.1 and the second precast concrete plates 2.2 are longitudinally and parallelly arranged at intervals, a group of steel trusses 2.3 are arranged between the first precast concrete plates 2.1 and the second precast concrete plates 2.2 and transversely and parallelly, each steel truss 2.3 is vertically and longitudinally arranged, chords on one side of the steel trusses 2.3 are poured into the first precast concrete plates 2.1, chords on the other side of the steel trusses 2.3 are poured into the second precast concrete plates 2.2, and the cast-in-situ concrete layers 3 are poured into gaps between the first precast concrete plates 2.1 and the second precast concrete plates 2.2.2.
In this embodiment, the height range of the double-skin wall structural unit 2 is 1 mm-15 m, the common height is 5 mm-10 m, the width of the double-skin wall structural unit 2 is 1.5 mm-4 m, and the thickness of the double-skin wall structural unit 2 is 300 mm-1500 mm.
In this embodiment, the top of the second precast concrete slab 2.2 exceeds the top of the first precast concrete slab 2.1, and the length of the excess is 0-3000 mm.
In this embodiment, an anti-cracking reinforcing steel mesh and a stressed reinforcing steel are arranged in the first precast concrete slab 2.1 and the second precast concrete slab 2.2.
In this embodiment, a first notch 2.1.1 is formed on a vertical edge on one side of the first precast concrete slab 2.1, a first protrusion 2.1.2 is formed on a vertical edge on the other side of the first precast concrete slab 2.1, a second notch 2.2.1 is formed on a vertical edge on one side of the second precast concrete slab 2.2, a second protrusion 2.2.2 is formed on a vertical edge on the other side of the second precast concrete slab 2.2, and adjacent double-skin wall structural units 2 are connected through rabbets.
In this embodiment, the double-skin wall structural units 2 are connected with each other through a first connecting plate 5, the first connecting plates 5 are arranged on the front and rear plate surfaces of the double-skin wall structural units 2 and are arranged at intervals along the splicing seams between the double-skin wall structural units 2 and the double-skin wall structural units 2, and two ends of the first connecting plates 5 are respectively attached to the plate surfaces of two adjacent double-skin wall structural units 2 to connect the two double-skin wall structural units 2.
In this embodiment, the double-skin wall structural unit 2 is connected with the main body structure 1 through a second connecting plate 6, the second connecting plate 6 is arranged on the front and rear plate surfaces of the double-skin wall structural unit 2 and is arranged at intervals along a splicing seam between the double-skin wall structural unit 2 and the main body structure 1, a horizontal section of the second connecting plate 6 is L-shaped and comprises a transverse edge and a longitudinal edge, wherein the transverse edge of the second connecting plate 6 is tightly attached to the plate surface of the double-skin wall structural unit 2 on the corresponding side and is connected with the double-skin wall structural unit 2, and the longitudinal edge of the second connecting plate 6 is tightly attached to the longitudinal side surface of the main body structure 1 and is connected with the main body structure 1.
In this embodiment, the bottom of the double-skin wall structural unit 2 is connected to the ground 7 through a third connecting plate 8, the third connecting plate 8 is arranged on the front and rear plate surfaces of the double-skin wall structural unit 2 and is arranged at intervals along a splicing seam between the double-skin wall structural unit 2 and the ground 7, and the longitudinal section of the third connecting plate 8 is L-shaped and comprises a vertical edge and a horizontal edge, wherein the horizontal edge of the third connecting plate 8 is tightly attached to the ground 7 and is connected with the ground 7, and the vertical edge of the third connecting plate 8 is tightly attached to the plate surface of the double-skin wall structural unit 2 and is connected with the double-skin wall structural unit 2.
In this embodiment, the top of the steel truss 2.3 is flush with the top of the first precast concrete panel 2.1, and
And a lifting lug 4 for lifting is arranged at the top of the profile steel truss 2.3.
In this embodiment, the distance between two adjacent steel trusses 2.3 is 500 mm-3000 mm.
In the embodiment, a first precast concrete slab 2.1 and a second precast concrete slab 2.2 of the steel truss double-skin wall structure are respectively cast into a whole with an upper chord member 2.3.1 and a lower chord member 2.3.2 on two sides of the steel truss 2.3, and are transported to a construction site for installation after the working procedures of maintenance, molding, demolding and the like are completed, and finally cast-in-situ concrete layers 3 are cast in cavities formed by precast concrete slabs on two sides and are connected with other precast members to form an integral structure.
The construction method of the steel truss double-skin wall structure comprises the following steps of.
Step one, preparing a profile steel truss 2.3.
Step two, horizontally paving an anti-cracking reinforcing steel mesh of the precast concrete slab at one side of the profile steel truss 2.3.
And thirdly, placing the upper chord member 2.3.1 of the profile steel truss 2.3 in the anti-cracking reinforcing steel mesh paved in the second step, and connecting the anti-cracking reinforcing steel mesh with the anti-cracking reinforcing steel mesh.
And fourthly, pouring concrete of the precast concrete slab at the side, and connecting the profile steel truss 2.3 with the precast concrete slab.
And fifthly, horizontally paving anti-cracking reinforcing steel meshes of the precast concrete slab at the other side of the profile steel truss 2.3.
And step six, turning the component 180 degrees after the concrete in the step four is cured, molded and demolded.
And step seven, placing the lower chord member 2.3.2 of the profile steel truss 2.3 on the anti-cracking reinforcing steel mesh paved in the step five, and connecting the lower chord member with the anti-cracking reinforcing steel mesh.
And eighth, pouring concrete of the precast concrete slab at the side, and connecting the profile steel truss 2.3 with the precast concrete slab.
And step eight, curing and forming the concrete, and demolding to finally finish the manufacture of the double-skin wall structural unit 2.
And step nine, transporting the double-skin wall structural unit 2 manufactured in the step eight to the site, and hoisting the double-skin wall structural unit 2 in place.
And step ten, temporarily fixing the double-skin wall structure unit 2 and the main structure 1.
And eleventh, casting concrete in the cavity in the double-skin wall structural unit 2 to form a cast-in-situ concrete layer 3.
And twelve, connecting the double-skin wall structural unit 2 and the main body structure 1 into a whole after the concrete of the cast-in-situ concrete layer 3 is solidified.
In this embodiment, in practical application, the double-skin wall structural unit 2 needs to be transported to the site, the double-skin wall structural unit 2 is lifted in place, the double-skin wall structural unit 2 is fixed by means of a certain connecting measure, and finally concrete is poured into a cavity formed by precast concrete slabs at two sides of the profile steel truss 2.3, and the concrete is connected with the main body structure 1 to form a final integral structure.
In the embodiment, the whole structure of the steel truss double-skin wall structure is formed by combining precast concrete plates at two sides and a middle steel truss 2.3, the precast concrete plates at the two sides are connected and fixed with the middle steel truss 2.3 in a mode of casting concrete in a component factory, the precast concrete plates at the two sides replace templates at the two sides when concrete is cast in actual field application, the middle steel truss 2.3 plays roles in supporting and fixing the precast concrete plates at the two sides before concrete is cast, providing space for concrete casting, and when concrete is cast, the precast concrete plates at the two sides are tied through the steel truss 2.3 to resist lateral pressure when cast in-situ concrete layer 3, and main stressed steel bars and anti-crack steel bar meshes of a wall body are arranged in the first precast concrete plate 2.1 and the second precast concrete plate 2.2, so that the steel bar binding work of the field can be avoided.
In the embodiment, each profile steel truss double-skin wall structure adopts two profile steel trusses 2.3, the prefabricated member has enough rigidity and bearing capacity in the transportation and installation stages, is not easy to deform and damage, and is convenient to transport and install, the profile steel trusses 2.3 are single-piece trusses in production and transportation in the production stage, so that the transportation is facilitated, the profile steel trusses 2.3 and the prefabricated concrete slab are fixed by using temporary connectors in the production stage, a stable structural system is formed, positioning and concrete pouring are facilitated, and the safety problems possibly occurring when the concrete is poured by a high formwork are avoided, and the problems of mould expansion and slurry leakage are avoided.
In the embodiment, the precast concrete plates at two sides can replace the templates in the traditional cast-in-place process, particularly in high and large template engineering, the design work of the templates and complex supporting systems thereof is avoided, in addition, as the precast concrete plates at two sides and the cast-in-place structure form a whole after the casting is completed, the form removal work is not needed, the time for supporting and removing the templates is saved, the operation amount and difficulty of site workers are reduced, in addition, the precast concrete plates at two sides can provide support for precast members such as plates, beams and the like, the casting time is saved, the quick connection between working procedures is ensured, and the construction period is shortened.
Claims (5)
1. A steel truss double-skin wall structure comprises a main body structure (1), a double-skin wall structure unit (2) and a cast-in-situ concrete layer (3), wherein the double-skin wall structure unit (2) is formed by a group of steel trusses (2.3) which are connected in a transversely spliced mode, the cast-in-situ concrete layer (3) is poured into the group of double-skin wall structure units (2), the steel truss double-skin wall structure unit (2) is characterized by comprising a first precast concrete slab (2.1) and a second precast concrete slab (2.2), the first precast concrete slab (2.1) and the second precast concrete slab (2.2) are arranged at intervals in parallel in the longitudinal direction, a group of steel trusses (2.3) are arranged between the first precast concrete slab (2.1) and the second precast concrete slab (2.2) at intervals in the transverse direction, chord members on one side of the steel trusses (2.3) are poured into the first precast concrete slab (2.1), chord members on the other side of the steel trusses (2.3) are poured into the second precast concrete slab (2.2.1), the first precast concrete slab members (2.3) are connected with steel reinforcement steel girders (2.3) and the first precast concrete girders (2.2.3), the lower chord member (2.3.2) of the profile steel truss (2.3) is connected with the anti-cracking reinforcing steel mesh; the cast-in-situ concrete layer (3) is poured in a gap between a first precast concrete slab (2.1) and a second precast concrete slab (2.2), the height range of the double-skin wall structure unit (2) is 1-15 m, the width of the double-skin wall structure unit (2) is 1.5-4 m, the thickness of the double-skin wall structure unit (2) is 300-1500 mm, a first notch (2.1.1) is formed in one vertical side of the first precast concrete slab (2.1), a first bulge (2.1.2) is formed in the other vertical side of the first precast concrete slab (2.1), a second notch (2.2.1) is formed in the vertical side of one side of the second precast concrete slab (2.2), a second bulge (2.2.2) is formed in the vertical side of the other side of the second precast concrete slab (2.2), adjacent double-skin wall structure units (2) are connected through rabbets, the bottom of the double-skin wall structure unit (2) and a third connecting plate (8) are arranged on the side of the ground surface (8) in a abutted mode, and the third connecting plate (8) is arranged on the side of the ground surface (8) along the longitudinal side of the third connecting plate (8), and the third connecting plate is arranged on the side of the side (8) and the third connecting plate is abutted against the side surface (8) and the third connecting plate is abutted against the ground surface (8) The vertical edge of the third connecting plate (8) is tightly attached to the plate surface of the double-skin wall structure unit (2) and is connected with the double-skin wall structure unit (2), the top of the second precast concrete plate (2.2) exceeds the top of the first precast concrete plate (2.1), and the length of the second precast concrete plate exceeds 0-3000 mm.
2. The steel truss double skin wall structure according to claim 1, wherein the first precast concrete plate (2.1) and the second precast concrete plate (2.2) are internally provided with anti-cracking reinforcing steel meshes and stress reinforcing steel bars.
3. The steel truss double skin wall structure according to claim 1, wherein the top of the steel truss (2.3) is flush with the top of the first precast concrete slab (2.1), and lifting lugs (4) for lifting are arranged on the top of the steel truss (2.3).
4. The steel truss double skin wall structure according to claim 1, wherein the distance between two adjacent steel trusses (2.3) is 500 mm-3000 mm.
5. A construction method of the steel truss double skin wall structure according to any one of claims 1 to 4, comprising the steps of:
step one, preparing a profile steel truss (2.3);
Step two, horizontally paving an anti-cracking reinforcing steel mesh of a precast concrete slab at one side of the profile steel truss (2.3);
Step three, placing an upper chord member (2.3.1) of the profile steel truss (2.3) on the anti-cracking reinforcing steel mesh paved in the step two, and connecting the upper chord member with the anti-cracking reinforcing steel mesh;
Pouring concrete of the precast concrete slab at the side to realize connection of the profile steel truss (2.3) and the precast concrete slab;
step five, horizontally paving an anti-cracking reinforcing steel mesh of the precast concrete slab at the other side of the profile steel truss (2.3);
step six, turning the component 180 degrees after the concrete in the step four is cured, molded and demolded;
step seven, placing the lower chord member (2.3.2) of the profile steel truss (2.3) on the anti-cracking reinforcing steel mesh paved in the step five, and connecting the lower chord member with the anti-cracking reinforcing steel mesh;
Pouring concrete of the precast concrete slab at the side to realize connection of the profile steel truss (2.3) and the precast concrete slab;
step eight, curing and forming the concrete, and demolding to finally finish the manufacture of the double-skin wall structural unit (2);
step nine, transporting the double-skin wall structural unit (2) manufactured in the step eight to the site, and hoisting the double-skin wall structural unit (2) in place;
Step ten, temporarily fixing the double-skin wall structure unit (2) and the main body structure (1);
Step eleven, casting concrete in the cavity in the double-skin wall structural unit (2) to form a cast-in-situ concrete layer (3);
And twelve, connecting the double-skin wall structural unit (2) with the main body structure (1) into a whole after the concrete of the cast-in-situ concrete layer (3) is solidified.
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| CN110126064B (en) * | 2019-05-21 | 2020-09-29 | 湖南三一快而居住宅工业有限公司 | Double-skin wall production method |
| CN110593304B (en) * | 2019-08-30 | 2024-04-05 | 中建一局集团建设发展有限公司 | Assembled double-skin wall structure and system and construction method thereof |
| CN110861210A (en) * | 2019-11-29 | 2020-03-06 | 三一筑工科技有限公司 | Production device and production method of double-skin wall prefabricated member |
| CN111139955A (en) * | 2020-01-08 | 2020-05-12 | 毕捷 | Shear wall with transverse rib laminated wallboard and construction method thereof |
| CN112900713A (en) * | 2021-01-25 | 2021-06-04 | 中南大学 | Steel reinforced concrete cast-in-place plate and steel reinforced concrete wall |
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